Lateral Loads Manual

Lateral Loads Manual

Lateral Loads Manual For ETABS 2016 ISO ETA122815M4 Rev. 1 Proudly developed in the United States of America October 2016

Copyright Copyright Computers & Structures, Inc., 1978-2016 All rights reserved. The CSI Logo and ETABS are registered trademarks of Computers & Structures, Inc. Watch & Learn TM is a trademark of Computers & Structures, Inc. The computer program ETABS and all associated documentation are proprietary and copyrighted products. Worldwide rights of ownership rest with Computers & Structures, Inc. Unlicensed use of these programs or reproduction of documentation in any form, without prior written authorization from Computers & Structures, Inc., is explicitly prohibited. No part of this publication may be reproduced or distributed in any form or by any means, or stored in a database or retrieval system, without the prior explicit written permission of the publisher. Further information and copies of this documentation may be obtained from: Computers & Structures, Inc. www.csiamerica.com info@csiamerica.com (for general information) support@csiamerica.com (for technical support)

DISCLAIMER CONSIDERABLE TIME, EFFORT AND EXPENSE HAVE GONE INTO THE DEVELOPMENT AND TESTING OF THIS SOFTWARE. HOWEVER, THE USER ACCEPTS AND UNDERSTANDS THAT NO WARRANTY IS EXPRESSED OR IMPLIED BY THE DEVELOPERS OR THE DISTRIBUTORS ON THE ACCURACY OR THE RELIABILITY OF THIS PRODUCT. THIS PRODUCT IS A PRACTICAL AND POWERFUL TOOL FOR STRUCTURAL DESIGN. HOWEVER, THE USER MUST EXPLICITLY UNDERSTAND THE BASIC ASSUMPTIONS OF THE SOFTWARE MODELING, ANALYSIS, AND DESIGN ALGORITHMS AND COMPENSATE FOR THE ASPECTS THAT ARE NOT ADDRESSED. THE INFORMATION PRODUCED BY THE SOFTWARE MUST BE CHECKED BY A QUALIFIED AND EXPERIENCED ENGINEER. THE ENGINEER MUST INDEPENDENTLY VERIFY THE RESULTS AND TAKE PROFESSIONAL RESPONSIBILITY FOR THE INFORMATION THAT IS USED.

Contents Chapter 1 Introduction 1.1 About the Manual 1-1 Chapter 2 Automatic Seismic Loads 2.1 Defining Automatic Seismic Load Patterns 2-2 2.2 Automatic Seismic Load Patterns 2-3 2.2.1 Distribution of Automatic Seismic Loads at a Story Level 2-4 2.2.2 Load Direction and Diaphragm Eccentricity 2-4 2.2.3 Load Direction and Diaphragm Eccentricity 2-4 2.2.3 Story/Elevation Range Data 2-5 2.3 1994 UBC Seismic Loads 2-6 2.3.1 Options for 1994 UBC Building Period 2-6 2.3.2 Other Input Factors and Coefficients 2-7 2.3.3 Algorithm for 1994 UBC Seismic Loads 2-8 2.4 1997 UBC Seismic Loads 2-10 i

Lateral Loads 2.4.1 Options for 1997 UBC Building Period 2-10 2.4.2 Other Input Factors and Coefficients 2-11 2.4.3 Algorithm for 1997 UBC Seismic Loads 2-12 2.5 1997 UBC Isolated Building Seismic Loads 2-15 2.5.1 Other Input Factors and Coefficients 2-15 2.5.2 Algorithm for 1997 UBC Isolated Building Seismic Loads 2-17 2.6 1996 BOCA Seismic Loads 2-18 2.6.1 Options for 1996 BOCA Building Period 2-18 2.6.2 Other Input Factors and Coefficients 2-20 2.6.3 Algorithm for 1996 BOCA Seismic Loads 2-20 2.7 1995 NBCC Seismic Loads 2-22 2.7.1 Options for 1995 NBCC Building Period 2-22 2.7.2 Other Input Factors and Coefficients 2-23 2.7.3 Algorithm for 1995 NBCC Seismic Loads 2-24 2.8 2005 NBCC Seismic Loads 2-26 2.8.1 Options for 2005 NBCC Building Period 2-26 2.8.2 Other Input Factors and Coefficients 2-27 2.8.3 Algorithm for 2005 NBCC Seismic Loads 2-28 2.9 2010 NBCC Seismic Loads 2-31 2.9.1 Options for 2010 NBCC Building Period 2-31 2.9.2 Other Input Factors and Coefficients 2-32 2.9.3 Algorithm for 2010 NBCC Seismic Loads 2-33 2.10 2015 NBCC Seismic Loads 2-36 2.10.1 Options for 2015 NBCC Building Period 2-36 2.10.2 Other Input Factors and Coefficients 2-37 2.10.3 Algorithm for 2015 NBCC Seismic Loads 2-39 2.11 2003 IBC/ASCE 7-02 Seismic Loads 2-42 2.11.1 Options for 2003 IBC/ASCE 7-02 Building Period 2-42 ii

Contents 2.11.2 Other Input Factors and Coefficients 2-43 2.11.3 Algorithm for 2003 IBC/ASCE 7-02 Seismic Loads 2-44 2.12 2006 IBC/ASCE 7-05 Seismic Loads 2-47 2.12.1 Options for 2006 IBC/ASCE 7-05 Building Period 2-47 2.12.2 Other Input Factors and Coefficients 2-48 2.12.3 Algorithm for ASCE 7-05 Seismic Loads 2-49 2.13 2009 IBC/ASCE 7-05 Seismic Loads 2-52 2.13.1 Options for 2009 IBC/ASCE 7-05 Building Period 2-52 2.13.2 Other Input Factors and Coefficients 2-53 2.13.3 Algorithm for 2009 IBC/ASCE 7-05 Seismic Loads 2-55 2.14 2012 IBC/ASCE 7-10 Seismic Loads 2-58 2.14.1 Options for 2012 IBC/ASCE 7-05 Building Period 2-58 2.14.2 Other Input Factors and Coefficients 2-59 2.14.3 Algorithm for 2012 IBC/ASCE 7-10 Seismic Loads 2-60 2.15 1997 NEHRP Seismic Loads 2-63 2.15.1 Options for 1997 NEHRP Building Period 2-63 2.15.2 Other Input Factors and Coefficients 2-64 2.15.3 Algorithm for 1997 NEHRP Seismic Loads 2-65 2.16 2010 Chinese Seismic Loads 2-68 2.16.1 Options for 2012 Chinese Building Period 2-68 2.16.2 Other Input Factors and Coefficients 2-69 2.16.3 Algorithm for 2010 Chinese Seismic Loads 2-69 2.17 2004 NZS 1170.5 Seismic Loads 2-72 2.17.1 Options for 2004 NZS 1170.5 Building Period 2-72 2.17.2 Other Input Factors and Coefficients 2-72 iii

Lateral Loads 2.17.3 Algorithm for 2004 NZS 1170.5 Seismic Loads 2-73 2.18 2007 AS 1170.4 Seismic Loads 2-75 2.18.1 Options for 2007 AS 1170.4 Building Period 2-75 2.18.2 Other Input Factors and Coefficients 2-76 2.18.3 Algorithm for 2007 AS 1170.4 Seismic Loads 2-77 2.19 2004 Eurocode 8 (EN 1998-1) Seismic Loads 2-79 2.19.1 Options for EN 1998-1:2004 Building Period 2-79 2.19.2 Other Input Factors and Coefficients 2-79 2.19.3 Algorithm for EN 1998-1:2004 Seismic Loads 2-80 2.20 2002 Indian IS:1893 2-81 2.20.1 Options for 2002 Indian IS:1893 Building Period 2-81 2.20.2 Other Input Factors and Coefficients 2-82 2.20.3 Algorithm for IS:1893 Seismic Loads 2-82 2.21 2008 Italian NTC Seismic Loads 2-84 2.21.1 Options for 2008 Italian NTC Building Period 2-84 2.21.2 Other Input Factors and Coefficients 2-85 2.21.3 Algorithm for 2008 Italian NTC Seismic Loads 2-85 2.22 2007 Turkish Seismic Code (TSC) Loads 2-89 2.22.1 Options for 2007 TSC Building Period 2-89 2.22.2 Other Input Factors and Coefficients 2-90 2.22.3 Algorithm for 2007 TSC Seismic Loads 2-91 2.23 2009 Korean Building Code (KBC) Seismic Loads 2-94 2.23.1 Options for 2009 KBC Building Period 2-94 2.23.2 Other Input Factors and Coefficients 2-95 2.23.3 Algorithm for 2009 KBC Seismic Loads 2-96 2.24 2011 Dominican Republic R-001 Seismic Code Loads 2-98 2.24.1 Options for 2011 Dominican Republic R-001 Building Period 2-98 iv

Contents 2.24.2 Other Input Factors and Coefficients 2-98 2.24.3 Algorithm for Dominican Republic R-001 Seismic Loads 2-99 2.25 User Defined Seismic Loads 2-101 2.25.1 Input Factors and Coefficients 2-101 2.25.2 Algorithm for User Defined Seismic Loads 2-101 2.26 Response Spectrum Functions 2-102 2.26.1 From File 2-102 2.26.2 User 2-103 2.26.3 Code Specific 2-103 2.26.4 1994 UBC Parameters for a Response Spectrum Function 2-104 2.26.5 1997 UBC Parameters for a Response Spectrum Function 2-104 2.26.6 1996 BOCA Parameters for a Response Spectrum Function 2-104 2.26.7 1995 NBCC Parameters for a Response Spectrum Function 2-105 2.26.8 2005 NBCC Parameters for a Response Spectrum Function 2-105 2.26.9 2010 NBCC Parameters for a Response Spectrum Function 2-106 2.26.10 2015 NBCC Parameters for a Response Spectrum Function 2-107 2.26.11 2003 IBC/ASCE 7-02 Parameters for a Response Spectrum Function 2-107 2.26.12 2006 IBC/ASCE 7-05 Parameters for a Response Spectrum Function 2-108 2.26.13 2009 IBC/ASCE 7-05 Parameters for a Response Spectrum Function 2-108 2.26.14 2012 IBC/ASCE 7-10 Parameters for a Response Spectrum Function 2-109 2.26.15 1997 NEHRP Parameters for a Response Spectrum Function 2-110 2.26.16 1998 Eurocode 8 Parameters for a v

Lateral Loads Response Spectrum Function 2-110 2.26.17 2004 Eurocode 8 Parameters for a Response Spectrum Function 2-110 2.26.18 1992 NZS 4203 Parameters for a Response Spectrum Function 2-111 2.26.19 2004 NZS 1170.5 Parameters for a Response Spectrum Function 2-112 2.26.20 2007 AS 1170.4 Parameters for a Response Spectrum Function 2-112 2.26.21 2007 AASHTO Parameters for a Response Spectrum Function 2-113 2.26.22 2012 AASHTO Parameters for a Response Spectrum Function 2-114 2.26.23 2002 Indian IS:1893 Response Spectrum Function 2-114 2.26.24 2008 Italian NTC Parameters for Response Spectrum Function 2-115 2.26.25 2007 TSC Parameters for a Response Spectrum Function 2-119 2.26.26 2007 TSC Parameters for a Response Spectrum Function 2-119 2.26.27 2009 KBC Parameters for a Response Spectrum Function 2-120 2.26.28 20013 Argentina Regulation 103 INPRES- CIRSOC Parameters for a Response Spectrum Function 2-120 2.26.291993 Chile Standard NCh433 + DS61 Parameters for a Response Spectrum Function 2-121 2.26.30 2003 Chile Standard 2369 Parameters for a Response Spectrum Function 2-121 2.26.31 2010 Colombian Regulations NSR 10 Parameters for a Response Spectrum Function 2-122 2.26.32 2011 Ecuador Standard NEC 11 Parameters for a Response Spectrum Function 2-122 2.26.33 2010 Guatemala Standard AGIES vi

Contents NSE 2 10 Parameters for a Response Spectrum Function 2-123 2.26.34 2004 Mexico Standard NTC 2004 Parameters for a Response Spectrum Function 2-124 2.26.35 2003 Peru Standard E.030 Parameters for a Response Spectrum Function 2-125 2.26.36 2011 Dominican Republic Standard R 001 Parameters for a Response Spectrum Function 2-125 2.2637 2001 Venezuela Standard COVENIN 1756 1 Parameters for a Response Spectrum Function 2-126 2.26.38 2015 Ecuador Standard NEC SE DS Parameters for a Response Spectrum Function 2-127 2.26.39 2014 Peru Standard E.030 Parameters for a Response Spectrum Function 2-128 2.26.40 2008 Mexico CFE Parameters for a Response Spectrum Function 2-128 2.26.41 1993 Mexico CFE Parameters for a Response Spectrum Function 2-129 2.26.42 2010 Costa Rica Parameters for a Response Spectrum Function 2-129 2.26.43 SP 14.13330.2014 Response Spectrum Function 2-130 Chapter 3 Automatic Wind Loads 3.1 Defining Automatic Wind Load Patterns 3-2 3.2 Automatic Wind Load Patterns 3-2 3.2.1 Exposure 3-3 3.2.2 Wind Exposure Parameters 3-4 3.2.3 Wind Exposure Height 3-5 vii

Lateral Loads 3.3 1994 UBC Wind Loads 3-7 3.3.1 Input Wind Coefficients 3-7 3.3.2 Algorithm for 1994 UBC Wind Loads 3-7 3.4 1997 UBC Wind Loads 3-9 3.4.1 Input Wind Coefficients 3-9 3.4.2 Algorithm for 1997 UBC Wind Loads 3-9 3.5 1996 BOCA Wind Loads 3-12 3.5.1 Input Wind Coefficients 3-12 3.5.2 Algorithm for 1996 BOCA Wind Loads 3-13 3.6 1995 BS 6399 Wind Loads 3-15 3.6.1 Input Wind Coefficients 3-15 3.6.2 Algorithm for 1995 BS 6399 Wind Loads 3-16 3.7 1995 NBCC Wind Loads 3-18 3.7.1 Input Wind Coefficients 3-18 3.7.2 Algorithm for 1995 NBCC Wind Loads 3-19 3.8 2005 NBCC Wind Loads 3-21 3.8.1 Input Wind Coefficients 3-21 3.8.2 Algorithm for 2005 NBCC Wind Loads 3-22 3.9 2010 NBCC Wind Loads 3-25 3.9.1 Input Wind Coefficients 3-25 3.9.2 Algorithm for 2010 NBCC Wind Loads 3-25 3.10 2015 NBCC Wind Loads 3-28 3.9.1 Input Wind Coefficients 3-28 3.9.2 Algorithm for 2015 NBCC Wind Loads 3-29 3.11 ASCE 7-95 Wind Loads 3-33 3.11.1 Input Wind Coefficients 3-33 3.11.2 Algorithm for ASCE 7-95 Wind Loads 3-33 3.12 ASCE 7-02 Wind Loads 3-37 viii

Contents 3.12.1 Input Exposure 3-37 3.12.2 Algorithm for ASCE 7-02 Wind Loads 3-39 3.13 2006 IBC / ASCE 7-05 Wind Loads 3-45 3.13.1 Input Exposure 3-45 3.13.2 Algorithm for ASCE 7-05 Wind Loads 3-47 3.14 ASCE 7-10 Wind Loads 3-52 3.14.1 Input Exposure 3-52 3.14.2 Algorithm for ASCE 7-10 Wind Loads 3-54 3.15 1987 RCDF Wind Loads 3-60 3.15.1 Input Wind Coefficients 3-60 3.15.2 Algorithm for 1987 RCDF Wind Loads 3-60 3.16 2010 Chinese Wind Loads 3-61 3.16.1 Input Wind Exposure Parameters 3-61 3.16.2 Input Wind Coefficients 3-62 3.16.3 Algorithm for 2010 Chinese Wind Loads 3-63 3.17 2008 API 4F Wind Loads 3-65 3.17.1 Input Exposure 3-66 3.17.2 Algorithm for API 4F-2008 Wind Loads 3-66 3.18 2008 API 4F Wind Loads 3-69 3.18.1 Input Exposure 3-69 3.18.2 Algorithm for API 4F-2008 Wind Loads 3-70 3.19 2005 Eurocode 1 (EN 1991-14) Wind Loads 3-73 3.19.1 Input Wind Coefficients 3-73 3.19.2 Algorithm for EN 1991-1-1:2005 Wind Loads 3-74 3.20 2002 AS/NZS 1170.2 Wind Loads 3-79 3.20.1 Input Wind Coefficients 3-79 3.20.2 Algorithm for AS/NZS 1170.2:2002 Wind Loads 3-80 ix

Lateral Loads 3.21 2011 AS/NZS 1170.2 Wind Loads 3-85 3.21.1 Input Wind Coefficients 3-85 3.21.2 Algorithm for AS/NZS 1170.2:2011 Wind Loads 3-86 3.22 1987 Indian IS:875 Part-3Wind Loads 3-91 3.22.1 Input Wind Coefficients 3-91 3.22.2 Exposure from Extents of Diaphragms 3-91 3.22.3 Exposure from Area Objects 3-93 3.23 2008 Italian NTC Wind Loads 3-95 3.23.1 Input Wind Coefficients 3-95 3.23.2 Algorithm for Italian NTC 2008 Wind Loads 3-95 3.24 1997 TS 498Wind Loads 3-99 3.24.1 Input Wind Coefficients 3-99 3.24.2 Algorithm for 1997 TX 498 Wind Loads 3-99 3.25 User-Defined Wind Loads 3-101 References x

Chapter 1 Introduction SAP2000, ETABS, and CSiBridge are extremely powerful and productive structural analysis and design programs, partially due to the high level of intelligence embedded within the software. What this means is that many of the capabilities are highly automated, allowing the user to create and analyze the models in such a way that is both natural and efficient for a structural engineer. This manual seeks to explain the logic behind the automated lateral load generation so that users can gain greater insight into the behavior of the programs, and hence, greater confidence in their models and analyses. 1.1 About the Manual The next chapter will show how seismic loads are generated for various codes, including a detailed discussion of the algorithms used. Chapter 3 does the same for automatic wind loads, again describing both the forms used and the accompanying algorithms. It is strongly recommended that you read this manual and review any applicable Watch & Learn Series tutorials before attempting to use the automated features of the software. Additional information can be found in the on-line Help facility available from within the program s main menu. 1-1

Chapter 2 Automatic Seismic Loads This chapter documents the automatic seismic lateral load patterns that can be generated. Automatic seismic loads can be generated in the global X or global Y directions for the following codes: 1994 UBC 1997 UBC 1997 UBC Isolated Building 1996 BOCA 1995 NBCC 2005 NBCC 2010 NBCC 2015 NBCC 2003 IBC / ASCE 7-02 2006 IBC / ASCE 7-05 2009 IBC / ASCE 7-05 2012 IBC/ ASCE 7-10 1997 NEHRP 2010 Chinese 2004 NZS 1170.5 2007 AS 1170.4 2004 Eurocode 8 2002 Indian IS:1893 2008 Italian NTC 2007 Turkish Seismic Code (TSC) 2009 Korean Building Code (KBC) 2009 Korean Building Code (KBC) 2011 Dominican Republic R- 001 2-1

Automated Lateral Loads 2.1 Defining Automatic Seismic Load Patterns The automatic seismic static load patterns are defined using the Define menu > Load Patterns command in SAP2000 and ETABS or the Loads > Load Patterns > Load Patterns command in CSiBridge. Those commands display the Define Load Patterns form. Use that form to specify a name for the load pattern, the type of load, a self-weight multiplier, and in some instances, specify that the load is an Auto Lateral Load Pattern. When the load type is specified as Quake, the Auto Lateral Load drop-down list becomes active; use the list to choose any of the codes identified in the preceding section. Select None for the Auto Lateral Load to specify that the Quake load will not be an automatic lateral load. If a code is selected in the Auto Lateral Load list when the Add New Load Pattern or Modify Load Pattern button is clicked, the load pattern is added to the model using default settings that are based on the selected code. To review or modify the parameters for an automatic lateral load, highlight the load in the Load list and click the Modify Lateral Load Pattern button. In SAP2000 and CSiBridge, each automatic static lateral load must be in a separate load pattern. That is, two or more automatic static lateral loads cannot be specified in the same load pattern. However, additional user defined loads can be added to a load pattern that includes an automatic static lateral load. In SAP2000 and CSiBridge, a separate automatic static load pattern must be defined for each direction, and, in the case of seismic loading, for each eccentricity that is to be considered. For example, to define automatic seismic lateral loads based on the 1997 UBC for X-direction load with no eccentricity, X-direction load with +5% eccentricity, and X-direction load with 5% eccentricity, three separate load patterns must be defined. Note that the actual forces associated with an automatic static lateral load are not calculated until an analysis has been run. Thus, the resultant automatic lateral loads cannot be reviewed until after an analysis has been run. 2-2

Chapter 2 - Automatic Seismic Loads 2.2 Automatic Seismic Load Patterns The forms defining the automatic seismic loads consist of various data sections, some of which are dependent upon the direction of the loading. Some of the direction-dependent data is common to all of the codes. This includes the direction and eccentricity data and the story/elevation range data. These data are described in the subsections that follow because they are applicable to all codes. Other direction-dependent data, including building period information and other factors, and coefficients and the nondirection-dependent factors and coefficients are described separately for each code later in this chapter. The weight of the structure used in the calculation of automatic seismic loads is based on the specified mass of the structure. In ETABS, seismic load patterns may become multi-stepped. For example, a seismic load may be applied in multiple directions with and without eccentricities. These will be treated as a single load pattern and will be analyzed in a single load case, producing multiple output steps of response, one for each separate step of the load. When a multi-stepped load pattern is applied in a load case, the following rules govern how it will be handled: 1. In a linear static load case, the load case will internally be run as a multilinear static load case, producing multiple output steps. 2. In a nonlinear static load case, the load case will internally be run as a new type of staged-construction load case, where each stage starts from the beginning of the load case, producing results similar to the multilinear static load case. 3. All other load cases (including staged-construction) are unchanged, and will treat the load pattern as single-stepped, using the first step of the multi-stepped load pattern. 4. For cases 1 and 2, if several multi-stepped load patterns are applied in a single load case, they superpose on a step-wise basis. For example, if load pattern A has 3 steps and load pattern B has 5 steps, the load case Automatic Seismic Load Patterns 2-3

Automatic Seismic Loads will apply five independent load steps: A1+B1, A2+B2, A3+B3, B4, B5. If a non-stepped load pattern is applied, such as Dead, it is applied in every load step. 2.2.1 Types of Auto Seismic Loads There are two types of auto seismic load patterns i.e. Seismic and Seismic (Drift) in ETABS. Seismic type pattern is used for strength design by including the load patterns in the default design combinations. The seismic type load pattern is documented in details in sections 2.3 to 2.21. Seismic (Drift) patterns can be specified for modeling serviceability cases where upper limits on time period is waved. Generally, Seismic (Drift) case is applicable to 1997 UBC, 1997 UBC, 1996 BOCA, 1997 NEHRP, ASCE 7-02, ASCE 7-05 and ASCE 7/10 codes. These auto lateral load patterns do not enforce the upper limit on time period when time period is Program Computed. For ASCE 7-10 code, in addition the minimum base shear limit as specified in ASCE 7-10 Eqn. 12.8-5 or Eqn. 12.8-6 is not enforced. The remaining implementation remains same as Seismic pattern documented in section 2.3 to 2.21. 2.2.2 Distribution of Automatic Seismic Loads at a Story Level The method that the program uses to calculate the seismic base shear and the associated story lateral forces is documented separately for each code later in this chapter. After the program has calculated a force for each level based on the automatic seismic load pattern, that force is apportioned to each point at the level elevation in proportion to its mass. 2.2.3 Load Direction and Diaphragm Eccentricity Use the direction and eccentricity data to choose the Global X or Global Y direction of the load and the eccentricity associated with the load pattern for all diaphragms. To apply an eccentricity, specify a ratio eccentricity that is applicable to all diaphragms. The default ratio is 0.05. The eccentricity options have meaning 2-4 Automatic Seismic Load Patterns

Chapter 2 - Automatic Seismic Loads only if the model has diaphragms the programs ignore eccentricities where diaphragms are not present. Where diaphragms are present, the programs calculate a maximum width of the diaphragm perpendicular to the direction of the seismic loading. This width is calculated by finding the maximum and minimum X or Y coordinates (depending on direction of load considered) of the points that are part of the diaphragm constraint and determining the distance between these maximum and minimum values. After the appropriate diaphragm width has been determined, a moment is applied that is equal to the specified ratio eccentricity times the maximum width of the diaphragm perpendicular to the direction of the seismic loading times the total lateral force applied to the diaphragm. This moment is applied about the diaphragm center of mass to account for the eccentricity. When defining eccentricities, click the Overwrite button to overwrite the eccentricity for any diaphragm at any level. Thus, it is possible to have different eccentricity ratios at different levels. Note that when the eccentricities are overridden, an actual distance from the center of mass of the rigid diaphragm, not a ratio, must be input. When the eccentricities have been overridden, the eccentric moment is calculated as the specified eccentricity distance times the total lateral force applied to the diaphragm. This moment is again applied about the diaphragm center of mass to account for the eccentricity. 2.2.4 Story/Elevation Range Data In the Story/Elevation range data, specify a top story/maximum elevation and a bottom story/minimum elevation. This specifies the elevation range over which the automatic static lateral loads are calculated. In most instances, the top elevation would be specified as the uppermost level in the structure, typically the roof in a building. However, in some cases, it may be advantageous to specify a lower elevation as the top level for automatic seismic loads. For example, if a penthouse is included in a building model, the automatic lateral load calculation likely should be based on the building roof level, not the penthouse roof level, as the top elevation, with Automatic Seismic Load Patterns 2-5

Automatic Seismic Loads additional user-defined load added to the load pattern to account for the penthouse. The bottom elevation typically would be the base level, but this may not always be the case. For example, if a building has several below-grade levels and it is assumed that the seismic loads are transferred to the ground at ground level, it would be necessary to specify the bottom elevation to be above the base level. Note that no seismic loads are calculated for the bottom story/minimum elevation. 2.3 1994 UBC Seismic Loads 2.3.1 Options for 1994 UBC Building Period Three options are provided for the building period used in calculating the 1994 UBC automatic seismic loads. They are: Method A: Calculate the period based on the Method A period discussed in Section 1628.2.2 of the 1994 UBC. The period is calculated using 1994 UBC Equation 28-3. The value used for C t is user input and h n is determined by ETABS from the input story level heights. A t n ( ) 34 T = C h 1994 UBC Equation 28-3 Note that the item C t is always input in English units as specified in the code. A typical range of values for C t is 0.020 to 0.035. The height h n is measured from the elevation of the (top of the) specified bottom story level to the (top of the) specified top story level. Program Calculated: ETABS starts with the period of the mode calculated to have the largest participation factor in the direction that loads are being calculated (X or Y). Call this period T ETABS. ETABS also calculates a period based on the Method A period discussed in Section 1628.2.2 of the 1994 UBC. The period is calculated using 1994 UBC Equation 28-3. The value used for C t is user input and h n is determined by ETABS from the input story 2-6 1994 UBC Seismic Loads

Chapter 2 - Automatic Seismic Loads level heights. Call this period T A. The building period, T, that ETABS chooses depends on the seismic zone factor, Z. If Z 0.35 (Zone 4) then: If T ETABS 1.30T A, then T = T ETABS. If T ETABS > 1.30T A, then T = T A. If Z < 0.35 (Zone 1, 2 or 3) then: If T ETABS 1.40T A, then T = T ETABS. If T ETABS > 1.40T A, then T = T A. User Defined: In this case, the user inputs a building period. ETABS uses this period in the calculations. It does not compare it against the Method A period. It is assumed that the user has completed this comparison before specifying the period. 2.3.2 Other Input Factors and Coefficients The R w factor is direction dependent. It is specified in 1994 UBC Table 16-N. A typical range of values for R w is 4 to 12. The seismic zone factor, Z, can be input in accordance with the code, which restricts it to one of the following values: 0.075, 0.15, 0.2, 0.3, 0.4 as specified in 1994 UBC Table 16-I. Alternatively the Z factor can be user-defined, which allows any value to be input. The site coefficient for soil characteristics, S, can be 1, 1.2, 1.5 or 2. These correspond to soil types S 1, S 2, S 3 and S 4 in Table 16-J of the 1994 UBC. No other values can be input. The seismic importance factor, I can be input as any value. See 1994 UBC Table 16-K. A typical range of values for I is 1.00 to 1.25. 1994 UBC Seismic Loads 2-7

Automatic Seismic Loads 2.3.3 Algorithm for 1994 UBC Seismic Loads The algorithm for determining 1994 UBC seismic loads is based on Chapter 16, Section 1628 of the 1994 UBC. ETABS calculates a period as described in a preceding section entitled "Options for 1994 UBC Building Period." A numerical coefficient, C, is calculated using 1994 UBC Equation 28-2. 1.25S C = 1994 UBC Equation 28-2 23 T S T = Site coefficient for soil characteristics. = Building period. If the value of C exceeds 2.75, then C is set equal to 2.75 for use in Equation 28-3. If the value of C/R w is less than 0.075, then it is set equal to 0.075 for use in Equation 28-3. The base shear, V, is calculated from 1994 UBC Equation 28-1. V ZIC = W Eqn. 281994 UBC Equation 28-1 R w Z I = Seismic zone factor. = Importance factor. C = Numerical coefficient calculated in Equation 28-2. R w = Numerical factor specified in UBC Table 16-N. W = Weight of the building (based on specified mass). Note that the weight, W, that ETABS uses in Equation 28-3 is derived from the building mass. 2-8 1994 UBC Seismic Loads

Chapter 2 - Automatic Seismic Loads The total base shear, V, is broken into a concentrated force applied to the top of the building and forces applied at each story level in accordance with 1994 UBC Equation 28-6: t n V = F + F 1994 UBC Equation 28-6 story = 1 story V F t = Building base shear. = Concentrated force at the top of the building. F story = Portion of base shear applied to a story level. n = Number of story levels in the building. The concentrated force at the top of the building, F t, is calculated as shown in 1994 UBC Equation 28-7: If T 0.7 sec, then F = 0 If T > 0.7 sec, then F = 0.07TV 0.25V t t 1994 UBC Equation 28-7 T = Building period. V = Building base shear. The remaining portion of the base shear, (V F t), is distributed over the height of the building in accordance with 1994 UBC Equation 28-8: F story = ( V Ft ) wstory hstory n story = 1 w story h story 1994 UBC Equation 28-8 F story = Portion of base shear applied to a story level. V = Building base shear. 1994 UBC Seismic Loads 2-9

Automatic Seismic Loads F t = Concentrated force at the top of the building. w story = Weight of story level (based on specified mass). h story = Story height, distance from base of building to story level. n = Number of story levels in the building. 2.4 1997 UBC Seismic Loads 2.4.1 Options for 1997 UBC Building Period Three options are provided for the building period used in calculating the 1997 UBC automatic seismic loads. They are as follows: Method A: Calculate the period based on the Method A period discussed in Section 1630.2.2 of the 1997 UBC. The period is calculated using 1997 UBC Eqn. 30-8. The value used for C t is user input, and h n is determined from the level heights. A t n ( ) 34 T = C h (1997 UBC Eqn. 30-8) Note that the item C t is always input in English units as specified in the code. A typical range of values for C t is 0.020 to 0.035. The height h n is measured from the elevation of the specified bottom story/minimum elevation level to the (top of the) specified top story/maximum elevation level. Program Calculated: The program starts with the period of the mode calculated to have the largest participation factor in the direction that loads are being calculated (X or Y). Call this period T mode. The program also calculates a period based on the Method A period discussed in Section 1630.2.2 of the 1997 UBC. The period is calculated using 1997 UBC Eqn. 30-8. The value used for C t is user input, and h n is determined from the level heights. Call this period T A. The building period, T, that the program chooses depends on the seismic zone factor, Z. If Z 0.35 (Zone 4) then: 2-10 1997 UBC Seismic Loads

Chapter 2 - Automatic Seismic Loads If T mode 1.30T A, then T = T mode. If T mode > 1.30T A, then T = T A. If Z < 0.35 (Zone 1, 2 or 3) then: If T mode 1.40T A, then T = T mode. If T mode > 1.40T A, then T = T A. User Defined: With this option, the user inputs a structure period, which the program uses in the calculations. The program does not compare the period to the Method A period. It is assumed that this comparison has been completed before the period is specified. 2.4.2 Other Input Factors and Coefficients The overstrength factor, R, and the force factor, Ω, are direction dependent. Both are specified in 1997 UBC Table 16-N. A typical range of values for R is 2.8 to 8.5. A typical range of values for Ω is 2.2 to 2.8. The seismic coefficients C a and C v can be determined in accordance with the code or they can be user-defined. If C a and C v are user-defined, specify values for them. A typical range of values for C a is 0.06 to 0.40 and larger if the near source factor N a exceeds 1.0. A typical range of values for C v is 0.06 to 0.96 and larger if the near source factor N v exceeds 1.0. If C a and C v are determined in accordance with code, specify a soil profile type and a seismic zone factor. The programs then use these parameters to determine C a from 1997 UBC Table 16-Q and C v from 1997 UBC Table 16- R. The soil profile type can be S A, S B, S C, S D or S E. These correspond to soil types S A, S B, S C, S D and S E in Table 16-J of the 1997 UBC. No other values can be input. Note that soil profile type S F is not allowed for the automatic 1997 UBC seismic loads. The seismic zone factor, Z, is restricted to one of the following values, as specified in 1997 UBC Table 16-I: 0.075, 0.15, 0.2, 0.3, or 0.4. 1997 UBC Seismic Loads 2-11

Automatic Seismic Loads Note that in 1997 UBC Table 16-Q the C a value for Z = 0.4 has an additional factor, N a. Similarly, in 1997 UBC Table 16-R, the C v value for Z = 0.4 has an additional factor, N v. The values for the near source factors, N a and N v, can be determined in accordance with the code or they can be user-defined. If N a and N v are user-defined, specify values for them. If they are determined in accordance with code, specify a seismic source type and a distance to the closest known seismic source. On the basis of the input for seismic source type and distance to the source, the programs determine N a from 1997 UBC Table 16-S and N v from 1997 UBC Table 16-T. The programs use linear interpolation for specified distances between those included in 1997 UBC Tables 16-S and 16-T. The seismic source type can be A, B, or C. These correspond to seismic source types A, B, and C in Table 16-U of the 1997 UBC. No other values can be input. The distance to the closest known seismic source should be input in kilometers (km). The seismic importance factor, I, can be input as any value. See 1997 UBC Table 16-K. Note that the value from Table 16-K to be input for automatic seismic loads is I, not I p or I w. A typical range of values for I is 1.00 to 1.25. 2.4.3 Algorithm for 1997 UBC Seismic Loads The algorithm for determining 1997 UBC seismic loads is based on Chapter 16, Section 1630.2 of the 1997 UBC. A period is calculated as described in a preceding section entitled "Options for 1997 UBC Building Period." Initially the total design base shear, V, is calculated using (1997 UBC Eqn. 30-4). This base shear value is then checked against the limits specified in (1997 UBC Eqns. 30-5, 30-6 and 30-7) and modified as necessary to obtain the final base shear. CI v V = W (1997 UBC Eqn. 30-4) RT C v = 1997 UBC seismic coefficient, C v. 2-12 1997 UBC Seismic Loads

Chapter 2 - Automatic Seismic Loads I = Importance factor. R = Overstrength factor specified in UBC Table 16-N. T = Building period. W = Weight of the building (based on specified mass). The total design base shear, V, need not exceed that specified in (1997 UBC Eqn. 30-5). If the base shear calculated in accordance with (1997 UBC Eqn. 30-4) exceeds that calculated in accordance with (1997 UBC Eqn. 30-5), the base shear is set equal to that calculated in accordance with (1997 UBC Eqn. 30-5). 25.CI V = a W (1997 UBC Eqn. 30-5) R C a = 1997 UBC seismic coefficient, C a. and all other terms are as described for (1997 UBC Eqn. 30-4). The total design base shear, V, cannot be less than that specified in (1997 UBC Eqn. 30-6). If the base shear calculated in accordance with (1997 UBC Eqn. 30-6) exceeds that calculated in accordance with (1997 UBC Eqn. 30-4), the base shear is set equal to that calculated in accordance with (1997 UBC Eqn. 30-5). V = 0.11C a I W (1997 UBC Eqn. 30-6) where all terms are as described previously for (1997 UBC Eqns. 30-4 and 30-5). Finally, if the building is in seismic Zone 4, the total design base shear, V, cannot be less than that specified in (1997 UBC Eqn. 30-7). If the building is in seismic Zone 4 and the base shear calculated in accordance with (1997 UBC Eqn. 30-7) exceeds that calculated in accordance with (1997 UBC Eqns. 30-5 and 30-6), the base shear is set equal to that calculated in accordance with (1997 UBC Eqn. 30-7). 1997 UBC Seismic Loads 2-13

Automatic Seismic Loads 0.8ZNvI V = W (1997 UBC Eqn. 30-7) R Z = Seismic zone factor (0.40). N v = Near source factor, N v. I = Importance factor. R = Overstrength factor specified in UBC Table 16-N. W = Weight of the building (based on specified mass). Note that the programs check (1997 UBC Eqn. 30-7) only if the seismic coefficients, C a and C v, are determined in accordance with the code and the seismic zone factor Z is specified as 0.40. If the C a and C v coefficients are user specified, (1997 UBC Eqn. 30-7) is never checked. Note that the weight, W, that is used in (1997 UBC Eqns. 30-4 through 30-7) is derived from the building mass. The total base shear, V, is broken into a concentrated force applied to the top elevation/story and forces applied at each level/story in accordance with (1997 UBC Eqn. 30-13): t n V = F + F (1997 UBC Eqn. 30-13) story = 1 story V = Building base shear. F t = Concentrated force at the top of the building. F story = Portion of base shear applied to a story level. n = Number of story levels in the building. The concentrated force at the top of the building, F t, is calculated as shown in (1997 UBC Eqn. 30-14): 2-14 1997 UBC Seismic Loads

Chapter 2 - Automatic Seismic Loads If T 0. 7 sec, then F = 0 If T > 0. 7 sec, then F = 0. 07TV 0. 25V t t (1997 UBC Eqn. 30-14) T = Building period. V = Building base shear. The remaining portion of the base shear, (V F t ), is distributed over the height of the structure in accordance with (1997 UBC Eqn 30-15): F story = ( V Ft ) wstory hstory n story = 1 w story h story (1997 UBC Eqn. 30-15) F story = Portion of base shear applied to a story level. V F t = Base shear. = Concentrated force at the top of the structure. w story = Weight of story level (based on specified mass). h story = Story height, distance from base of structure to story level. n = Number of story levels in the structure. 2.5 1997 UBC Isolated Building Seismic Loads 2.5.1 Other Input Factors and Coefficients For 1997 UBC isolated building seismic loads, the bottom story or minimum elevation should be input as the story at the top of the isolators. The overstrength factor, R i, is direction dependent. It relates to the structure above the isolation interface. It is specified in 1997 UBC Table A-16-E, 1997 UBC Isolated Building Seismic Loads 2-15

Automatic Seismic Loads which is in Appendix Chapter 16, Division IV. A typical range of values for R i is 1.4 to 2.0. The coefficient for damping, B D, is direction dependent. It should be specified based on an assumed effective damping using 1997 UBC Table A-16-C, which is in Appendix Chapter 16, Division IV. A typical range of values for B D is 0.8 to 2.0. The maximum effective stiffness and minimum effective stiffness items refer to the maximum and minimum effective stiffness of the isolation system (not individual isolators) at the design displacement level (not the maximum displacement level). They correspond to the terms K Dmax and K Dmin, respectively, in Appendix Chapter 16, Division IV. The seismic coefficient C vd can be determined in accordance with the code or it can be user defined. If C vd is user defined, simply specify a value for it. A typical range of values for C vd is 0.06 to 0.96 and larger if the near source factor N v exceeds 1.0. If C vd is determined in accordance with the code, specify a soil profile type and a seismic zone factor. On the basis of the input soil profile type and a seismic zone factor, the programs determine C vd from 1997 UBC Table 16- R, which is in Chapter 16, not Appendix Chapter 16, Division IV. Note that in 1997 UBC Table 16-R, the C v value for Z = 0.4 has an additional factor, N v. The value for this near source factor, N v, can be determined in accordance with the code or it can be user defined. If N v is user defined, simply specify a value for it. If it is determined in accordance with the code, specify a seismic source type and a distance to the closest known seismic source. On the basis of the input seismic source type and distance to the source, the programs determine N v from 1997 UBC Table 16-T. The programs use linear interpolation for specified distances between those included in 1997 UBC Table 16-T. 2.5.2 Algorithm for 1997 UBC Isolated Building Seismic Loads The algorithm for determining 1997 UBC seismic loads for isolated buildings is based on Appendix Chapter 16, Division IV, Sections 1658.3 and 1658.4 of the 1997 UBC. 2-16 1997 UBC Isolated Building Seismic Loads

Chapter 2 - Automatic Seismic Loads The effective period at the design displacement, T D, is determined from (1997 UBC Eqn. 58-2). W TD = 2 π k g (1997 UBC Eqn. 58-2) Dmin W = Weight of the building (based on specified mass). k Dmin = Minimum effective stiffness of the isolation system at the design displacement. g = Gravity constant, (e.g., 386.4 in/sec 2, 9.81 m/sec 2, etc.). The design displacement at the center of rigidity of the isolation system, D D, is determined from (1997 UBC Eqn. 58-1). D D g C 2 4π = B D vd T D (1997 UBC Eqn. 58-1) g = Gravity constant, (e.g., 386.4 in/sec 2, 9.81 m/sec 2, etc.). C vd = Seismic coefficient, C vd. T D = Effective period at the design displacement. B D = Coefficient for damping. The base shear, V s, is calculated from (1997 UBC Eqn. 58-8). V k D Dmax D s = (1997 UBC Eqn. 58-8) RI Note that (1997 UBC Eqn. 58-8) gives a force level that is applicable for the structure above the isolation system. To use a force level that is applicable to the isolation system in accordance with (1997 UBC Eqn. 58-7), create a different load combination with a scale factor of R I for the seismic load. 1997 UBC Isolated Building Seismic Loads 2-17

Automatic Seismic Loads Also note that the limits on V s specified in 1997 UBC section 1658.4.3 are not considered by the programs. The total base shear, V s, is distributed over the height of the structure in accordance with (1997 UBC Eqn. 58-9): F story = V w s n i = story story w story h story h story (1997 UBC Eqn. 58-9) F story = Portion of base shear applied to a story level. V s = Base shear in accordance with (1997 UBC Eqn. 58-8). w story = Weight of story level (based on specified mass). h story = Story height, distance from base of structure to story level. n = Number of story levels in the structure. 2.6 1996 BOCA Seismic Loads 2.6.1 Options for 1996 BOCA Building Period Three options are provided for the building period used in calculating the 1996 BOCA automatic seismic loads. They are: Approximate: Calculate the approximate period, T a, based on the approximate formula discussed in Section 1610.4.1.2.1 of the 1996 BOCA. The period is calculated using BOCA 1610.4.1.2.1. The value used for C T is user input and h n is determined from the input level heights. ( ) T = C h a T n 34 (BOCA 1610.4.1.2.1) Note that the item C T is always input in English units as specified in the code. A typical range of values for C T is 0.020 to 0.035. The height h n is 2-18 1996 BOCA Seismic Loads

Chapter 2 - Automatic Seismic Loads measured from the elevation of the specified bottom story/minimum elevation level to the (top of the) specified top story/maximum elevation level. Program Calculated: The programs start with the period of the mode calculated to have the largest participation factor in the direction that loads are being calculated (X or Y). Call this period T mode. The programs also calculate a period based on the approximate formula discussed in Section 1610.4.1.2.1 of 1996 BOCA. The value used for C T is user input and h n is determined from the level heights. Call this period T a. The programs determine a value for the coefficient for the upper limit on the calculated period, C a, using Table 1610.4.1.2 in the 1996 BOCA. Note that the value used for C a depends on the specified value for the effective peak velocity-related coefficient, A v. C a is determined using linear interpolation if the specified value of A v is not in Table 1610.4.1.2. If A v exceeds 0.40, C a is taken as 1.2. If A v is less than 0.05, C a is taken as 1.7. The building period, T, that the programs choose is determined as follows: If T mode > C at a, then T = C at a. If T mode C at a, then T = T mode. User Defined: In this case, input a building period, which the programs use in the calculations. They do not compare it against the coefficient for the upper limit on the calculated period times the approximate period (C at a). It is assumed that this comparison is performed before the period is specified. 2.6.2 Other Input Factors and Coefficients The response modification factor, R, is direction dependent. It is specified in 1996 BOCA Table 1610.3.3. A typical range of values for R is 3 to 8. Any value can be input for the effective peak acceleration coefficient, A a. Refer to BOCA section 1610.1.3. A typical range of values for A a is 0.05 to 0.40. 1996 BOCA Seismic Loads 2-19

Automatic Seismic Loads Any value can be input for the effective peak velocity-related coefficient, A v. Refer to BOCA section 1610.1.3. A typical range of values for A v is 0.05 to 0.40. The soil profile type can be S 1, S 2, S 3 or S 4. These correspond to soil types S 1, S 2, S 3 and S 4 in Table 1610.3.1 of the 1996 BOCA. No other values can be input. 2.6.3 Algorithm for 1996 BOCA Seismic Loads The algorithm for determining 1996 BOCA seismic loads is based on Section 1610.4.1 of 1996 BOCA. A period is calculated as described in the previous section entitled "Options for 1996 BOCA Building Period." Initially the seismic coefficient, C s, is calculated from section 1610.4.1.1. The value of this coefficient is then checked against the limit specified in (1996 BOCA Eqn. 1610.4.1.1) and modified as necessary to obtain the seismic coefficient. C s 1.2AS = v (BOCA 1610.4.1.1(a)) 23 RT A v = The effective peak velocity-related coefficient. S = The site coefficient based on the input soil profile type. R = Response modification factor. T = Building period. The seismic coefficient, C s, need not exceed that specified in section 1610.4.1.1(b). If the seismic coefficient calculated in accordance with section 1610.4.1.1(a) exceeds that calculated in accordance with (BOCA Eqn. 1610.4.1.1(b)), the seismic coefficient is set equal to that calculated in accordance with (BOCA Eqn. 1610.4.1.1(b)). C s 25. A = a (BOCA 1610.4.1.1(b)) R 2-20 1996 BOCA Seismic Loads

Chapter 2 - Automatic Seismic Loads A a = The effective peak acceleration coefficient. R = Response modification factor. The base shear is calculated using (BOCA 1610.4.1.1). V = C s W (BOCA 1610.4.1.1) C s = W = Seismic coefficient calculated from (BOCA Eqn. 1610.4.1.1(a)) or (BOCA Eqn. 1610.4.1.1(b)) as appropriate. Weight of the structure (based on specified mass). The base shear, V, is distributed over the height of the structure in accordance with (BOCA Eqn. 1610.4.2): F story = Vw n i = story story w h story k story h k story (BOCA 1610.4.2) F story = Portion of base shear applied to a story level. V = Base shear. w story = h story = Weight of story level (based on specified mass). Story height, distance from base of structure to story level. k = Exponent applied to structure height. The value of k depends on the value of the period, T, used for determining the base shear. If T 0.5 seconds, k = 1. If T 2.5 seconds, k = 2. If 0.5 seconds < T < 2.5 seconds, k is linearly interpolated between 1 and 2. n = Number of story levels in the structure. 1996 BOCA Seismic Loads 2-21

Automatic Seismic Loads 2.7 1995 NBCC Seismic Loads 2.7.1 Options for 1995 NBCC Building Period Five options are provided for the building period used in calculating the 1995 NBCC automatic seismic loads. They are as follows: Code - Moment Frame: Calculate the period as 0.1N, where N is the number of stories in the structure based on the specified top and bottom story levels. Code - Other: Calculate the period, T, using section 4.1.9.1(7b): 0. 09h T = n (1995 NBCC Section 4.1.9.19(7b)) D s h n = Height of the structure measured from the elevation of the specified bottom story/minimum level to the (top of the) specified top story/maximum level measured in meters. D s = Length of wall or braced frame, which constitutes the main lateral-force-resisting system measured in meters. Program Calculated - Moment Frame: The programs use the period of the mode calculated to have the largest participation factor in the direction that loads are being calculated (X or Y). In addition, the programs run a parallel calculation using a period equal to 0.1N, where N is the number of stories in the structure based on the specified top and bottom story levels. The equivalent lateral force at the base of the structure, V e, is calculated using both periods. Call these values V e-mode and V e-0.1n. The value of V e to use is determined as follows: If V e-mode 0.8 V e-0.1n, then V e = V e-mode. If V e-mode < 0.8 V e-0.1n, then V e = 0.8 V e-0.1n. 2-22 1995 NBCC Seismic Loads

Chapter 2 - Automatic Seismic Loads Program Calculated - Other: The programs use the period of the mode calculated to have the largest participation factor in the direction that loads are being calculated (X or Y). In addition, the programs run a parallel calculation using a period calculated using (1995 NBCC Section 4.1.9.19(7b)). The equivalent lateral force at the base of the structure, V e, is calculated using both periods. Call these values V e-mode and V e-eqn (7b). The value of V e to use is determined as follows: If V e-mode 0.8 V e-eqn. (7b), then V e = V e-mode. If V e-mode < 0.8 V e-eqn. (7b), then V e = 0.8 V e-eqn. (7b). User Defined: In this case the user inputs a building period, which the programs use in the calculations. The programs do not calculate other values of V e using this method for comparison against the V e calculated using the user-specified period. It is assumed that this comparison is completed before the period is specified. 2.7.2 Other Input Factors and Coefficients The force modification factor, R, is direction dependent. It is specified in 1995 NBCC Table 4.1.9.1.B. A typical range of values for R is 1.5 to 4.0. The acceleration-related seismic zone, Z a, can be input as 0, 1, 2, 3, 4, 5, or 6. No other input values are allowed. The velocity-related seismic zone, Z v, can be input as 0, 1, 2, 3, 4, 5, or 6. No other input values are allowed. The zonal velocity ratio, v, can be based on Z v, or a user-specified value can be input. If it is based on Z v, v is assumed equal to 0.00, 0.05, 0.10, 0.15, 0.20, 0.30, or 0.40 for Z v equal to 0, 1, 2, 3, 4, 5, or 6, respectively. The importance factor, I, can be input as any value. It is specified in 1995 NBCC Sentence 4.1.9.1(10). A typical range of values for I is 1.0 to 1.5. The foundation factor, F, can be input as any value. It is specified in 1995 NBCC Table 4.1.9.1.C. A typical range of values for F is 1.0 to 2.0. 1995 NBCC Seismic Loads 2-23